HomeMy WebLinkAbout65050-W1 SEALED 1903267-12T (1)BBO1 BBO2 6-09-00 22-07-0029-04-0014-03-0829-04-0020-07-00 11-03-00 39-09-08 5-10-00
77-05-08
77-05-08 GE01T03GE02 GE03GE04GE05T07T07GE06P02P03P05T01(10)
T02(5) T04(7) T05(7)T06(12)
P01(13)P04(12)29-04-0014-09-00 14-07-0029-04-0024-06-00 5-10-00
30-04-00
30-04-00
2-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-001-05-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-001-10-002-00-002-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
1317 N. Owen Street
Rensselaer, IN 47978
1-800-866-7658
Designer: Paul Olson
JOBNAME:
CUSTOMERNAME:
OLD TOWN DESIGN
LOT 98 SUNRISE
CONTRACT LUMBER
JOB#: 1903267-12T
DATE: 1/24/2019
JOBNOTES:
Hangers connections are as
shown on this drawing. All
truss to truss connections
that are not shown are toe-
nailed.
Please see the notes on
this drawing for more
information.
Beams are by others.
Trusses are 24" on center
except as shown on this
drawing.
General Notes:
THIS IS A TRUSS PLACEMENT DIAGRAM ONLY.
These trusses are designed as individual building components
to be incorporated into the building design at the specification
of the Building Designer whose responsibilities include; the
design and bracing of the overall structure, any supporting
structure including the walls, headers, beams and columns and
the permanent bracing of the roof and floor system. The
General Contractor and/or their agents are responsible for; the
verification of all dimensions, assuring that any conventional
framing shall uniformly transfer the loads to the trusses below,
the temporary bracing of the truss system as well as the
permanent web bracing shown on the individual truss drawing
sheets for the truss designs identified on this placement plan.
For general guidance regarding bracing, consult "Bracing of
Wood Trusses" available from the Truss Plate Institute 583
D'Onofrio Drive, Madison, WI 53179.
COMPANY, INC.
STARK
TRUSS
Dansco Engineering, LLC
P.O. Box 3400
Apollo Beach, FL 33572
This truss placement diagram (TPD) has been prepared by component manufacturer technician(s) and reviewed by DANSCO
Engineering, LLC for the design criteria shown on this TPD. DE accepts responsibility for specifying truss-to-truss connections within
the truss system only. DE is not responsible for the design of this structure, for specifying permanent truss bracing, for specifying the
attachment of the trusses and bracing to the structure, nor for specifying the diaphragm or sheathing (including attachment to the
trusses) - these items are the responsibility of the design professional of record (engineer or architect of record). Review and
approval of the design criteria shown is the responsibility of the design professional of record. The contractor shall be responsible for
field verification of all dimensions, for means and methods of construction, for temporary bracing of the trusses, and for coordination
of the work of all trades. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction
and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and
Bracing of Metal Plate Connected Wood Trusses for additional information.
Dansco Engineering, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Date: 3/29/19
DE Job# 65050-W1
04/09/19
Mike Sheeks
DE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under
my direct supervision and control based on the parameters provided by Stark Truss Inc.
Job: 1903267-12T
18 truss design(s)
65050-W1
3/29/19
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2007 Chapter 2.
Warning !—Verify design parameters and read notes before use.
These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of
design parameters and proper incorporation of component is responsibility of building designer not truss designer or truss engineer. Bracing shown is
for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss
Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate
Institute, 583 DOnofrio Drive, Madison, WI 53719
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
4x4
3x4 3x8 3x8
4x6 4x6
171 31
30 29 28 2726 25 24 23 22 21 20 19
18
2 16
3 154 14
5 13
126
117
32 33
8 10
9
W1T 2T 1 T
2
T
1
W1B1 B2 ST6ST5ST4ST3ST2ST1ST5ST4ST3ST2ST10-10-8
-0-10-8
0-10-8
23-5-8
11-3-8
22-7-0
11-3-8
11-3-8
22-7-010-6-4
0-9-810-2-6
Scale = 1:64.4
Plate Offsets (X, Y): [4:0-2-12,0-2-4], [14:0-2-12,0-2-4], [18:0-1-13,0-0-4]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)n/a -n/a 999 MT20 185/148
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.14 Horiz(TL)0.01 18 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-R
BCDL 10.0 Weight: 129 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud *Except* ST6,ST5:2x4 HF/SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 9-24, 8-25, 10-23
REACTIONS All bearings 22-7-0.
(lb) -Max Horiz31=298(LC 15)
Max UpliftAll uplift 100 (lb) or less at joint(s) 18, 20, 23, 25, 29 except
19=-191(LC 17), 21=-105(LC 17), 22=-109(LC 17), 26=-108(LC
16), 28=-106(LC 16), 30=-209(LC 16), 31=-164(LC 12)
Max GravAll reactions 250 (lb) or less at joint(s) 18, 19, 20, 21, 22, 23,
25, 26, 28, 29, 30, 31 except 24=290(LC 17)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-272/227, 8-9=-258/295, 9-10=-258/295
WEBS 9-24=-301/204
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Corner(3) -0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 11-3-8, Corner(3) 11-3-8 to 14-3-8 zone; cantileverleft and right exposed ;end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)All plates are 1.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 25,29, 23, 20 except (jt=lb) 31=164, 26=108, 28=106,
30=208, 22=109, 21=105, 19=191.
13)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T GE01 Common Supported Gable 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:12 Page: 1
ID:fIBWZIJU7vxgdc0TovAEdMzvPN8-qhNunaqN2rkmlltr2qqBXHtGMtoRmOcqyBeVI3zsVQb
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10 3x4
6x6 6x6
3x4
3x6 3x4 3x8 3x4
3x5
3x8
3x5
3x4
3x5
3x8
3x10
3x8
3x6
3x8
3x8
3x4
3x4 3x4
141
21 20 19 18 17 16 15
132
27
5849
5750
26
25
4 24
115
51 1052
23
6 22
9
7 5354 5556 8
T2
T1
T3
T
4
T
5
B1 B2W9W11W9W14W15W5W7W2W1W13W12 W10
W 8 W 6 W4
W3
H
W1HW1ST7ST6ST5ST4ST2ST3 ST10-10-8
30-2-8
0-10-8
-0-10-8
0-9-9
17-9-13
2-4-0
12-3-12
4-8-8
17-0-4
4-11-14
9-11-12
4-11-14
4-11-14
5-2-9
23-0-6
6-3-10
29-4-0
1-2-0
6-1-14
2-2-4
12-2-0
3-9-14
9-11-12
5-0-0
17-2-0
4-11-14
4-11-14
5-10-6
23-0-6
6-3-10
29-4-011-4-7
0-9-811-0-10
Scale = 1:68.8
Plate Offsets (X, Y): [7:0-4-4,0-2-0], [8:0-4-4,0-2-0], [13:0-4-15,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL)0.0515-47 >999 360 MT20 185/148
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.33 Vert(TL)-0.0815-16 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.43 Horiz(TL)0.03 13 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MSH
BCDL 10.0 Weight: 215 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 SPF Stud *Except* W9,W11,W14,W5,W7:2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud --1-6-0, Right 2x4 SPF Stud --1-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins,
except
2-0-0 oc purlins (6-0-0 max.): 7-8.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 18-23, 11-16
JOINTS 1 Brace at Jt(s): 23, 24, 25, 26,
27REACTIONS (lb/size)2=432/0-3-8, (min. 0-1-8), 13=759/0-3-8, (min. 0-1-9),
19=1022/0-3-8, (min. 0-2-8)
Max Horiz2=299(LC 15)
Max Uplift2=-100(LC 17), 13=-200(LC 17), 19=-192(LC 16)
Max Grav2=493(LC 54), 13=952(LC 39), 19=1504(LC 39)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-49=-456/144, 49-50=-400/147, 4-50=-363/163, 6-52=-100/285, 6-7=-320/246, 8-9=-478/264, 9-10=-543/278,
10-11=-698/248, 11-57=-993/239, 57-58=-1020/218, 12-58=-1095/212, 12-13=-340/0
BOT CHORD 2-21=-257/430, 20-21=-183/430, 19-20=-206/565, 17-18=-27/411, 16-17=-27/411, 15-16=-52/763, 13-15=-52/763
WEBS 18-23=-371/37, 8-23=-330/33, 16-22=-122/481, 8-22=-119/458, 11-16=-527/270, 19-26=-982/82, 6-26=-974/81,
6-25=-14/473, 18-25=-14/472, 4-27=-539/268, 19-27=-537/267, 9-22=-313/175, 22-23=-352/180, 23-24=-306/169,
24-25=-302/164, 25-26=-296/162, 26-27=-283/158, 20-27=-263/151
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 12-3-12, Exterior(2) 12-3-12 to 21-3-2, Interior(1) 21-3-2 to 30-2-8 zone;cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)Provide adequate drainage to prevent water ponding.
8)All plates are 1.5x4 MT20 unless otherwise indicated.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 2, 200 lb uplift at joint 13 and 192 lb uplift at joint 19.
12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T GE02 Piggyback Base Structural Gable 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:13 Page: 1
ID:PlZrznbsFTNARORxHJ5ABizvPO4-JuxG?wr?p8sdNuS1cYLQ3VPNwH40VmN_BrO2qVzsVQa
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
4.5
3x5
1.5x43x4 1.5x4
1.5x4
1 4
2
10
11
12
3
T1 W1B1 ST10-10-8
-0-10-8
6-9-4
6-9-4
6-9-43-2-20-4-0 2-10-7
Scale = 1:36.7
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)0.11 4-9 >692 360 MT20 185/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.46 Vert(TL)-0.28 4-9 >285 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 2 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MP
BCDL 10.0 Weight: 22 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2=282/0-3-8, (min. 0-1-8), 3=232/Mechanical
Max Horiz2=124(LC 15)
Max Uplift2=-99(LC 12), 3=-83(LC 16)
Max Grav2=321(LC 2), 3=262(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 6-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for membersand forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
3)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
8)Refer to girder(s) for truss to truss connections.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 3 and 99 lbuplift at joint 2.
10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T GE03 Monopitch 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:14 Page: 1
ID:2WEWLGK3RjcIo0lj?hi?I3zvPOQ-n4VfCGsdaS_U?21EAFsfciyVMhOFEJM7QV7bMxzsVQZ
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
3x4
3x4
3x4
3x4
4x4
3x8 3x8
1 20
2
34 33 32 31 30 29 28 27 26 25 24 23 22 21
19
3
18
4 17
5
16
6
15
7 36
14
8
13
9 35
1210 11
T 2T1
T3
T
2
T
1
B1 B2
HW1 HW1ST8ST7ST6ST5ST4ST3ST2ST1ST9ST10ST11ST12ST13 0-10-8
30-2-8
0-10-8
-0-10-8
3-5-5
16-4-10
12-11-6
12-11-6
12-11-6
29-4-0
29-4-011-10-12
0-7-711-4-14
Scale = 1:69.6
Plate Offsets (X, Y): [2:0-3-8,Edge], [10:0-2-0,0-1-13], [12:0-2-0,0-1-13], [19:0-3-8,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL)n/a -n/a 999 MT20 185/148
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.08 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.22 Horiz(TL)0.01 19 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-SH
BCDL 10.0 Weight: 184 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
OTHERS 2x4 HF/SPF No.2 *Except* ST3,ST2,ST1,ST11,ST12,ST13:2x4 SPF
Stud
WEDGE Left: 2x4 SPF Stud
Right: 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except
2-0-0 oc purlins (6-0-0 max.): 10-12.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 12-26, 11-27, 9-29, 8-30, 13-25
REACTIONS All bearings 29-4-0.
(lb) -Max Horiz2=-314(LC 14)
Max UpliftAll uplift 100 (lb) or less at joint(s) 19, 22, 27, 29, 33 except
2=-113(LC 12), 21=-176(LC 17), 23=-107(LC 17), 24=-107(LC
17), 25=-104(LC 17), 30=-125(LC 16), 31=-101(LC 16),
32=-106(LC 16), 34=-161(LC 16)
Max GravAll reactions 250 (lb) or less at joint(s) 2, 19, 22, 23, 24, 25, 26,
27, 29, 30, 31, 32, 33, 34 except 21=266(LC 31)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-350/270, 8-9=-241/275, 10-11=-210/250, 12-35=-228/287, 13-35=-252/280, 18-19=-261/189
BOT CHORD 2-34=-171/258, 33-34=-171/258, 32-33=-171/258, 31-32=-171/258, 30-31=-171/258, 29-30=-171/258, 28-29=-171/258,
27-28=-171/258, 26-27=-171/258, 25-26=-171/258, 24-25=-171/258, 23-24=-171/258, 22-23=-171/258, 21-22=-171/258,
19-21=-171/258
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Corner(3) -0-10-8 to 2-4-10, Exterior(2) 2-4-10 to 12-11-6, Corner(3) 12-11-6 to 19-4-10, Exterior(2) 19-4-10 to 30-2-8 zone;cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)Provide adequate drainage to prevent water ponding.
8)All plates are 1.5x4 MT20 unless otherwise indicated.
9)Gable requires continuous bottom chord bearing.
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 27,29, 33, 22 except (jt=lb) 2=113, 30=124, 31=101,
32=106, 34=160, 25=104, 24=106, 23=107, 21=175.
13)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T GE04 Piggyback Base Supported Gable 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:14 Page: 1
ID:iZRdIYGwcA_0hEslC86qb0zvPOV-n4VfCGsdaS_U?21EAFsfciydihU5EGw7QV7bMxzsVQZ
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
4x4
3x8 3x8
111
2
18 17 16 15 14 13 12
10
93
84
75
19 20
6
T 1T
1
B1
HW1 HW1ST4ST3
ST2
ST1ST3
ST2
ST10-10-8
-0-10-8
0-10-8
15-5-8
7-3-8
14-7-0
7-3-8
7-3-8
14-7-07-2-4
0-7-76-8-5
Scale = 1:51.8
Plate Offsets (X, Y): [2:0-3-8,Edge], [10:0-3-8,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)n/a -n/a 999 MT20 185/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.04 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.11 Horiz(TL)0.00 10 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-SH
BCDL 10.0 Weight: 69 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
WEDGE Left: 2x4 SPF Stud
Right: 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 14-7-0.
(lb) -Max Horiz2=-185(LC 14)
Max UpliftAll uplift 100 (lb) or less at joint(s) 2, 10 except 12=-110(LC 17),
13=-109(LC 17), 14=-105(LC 17), 16=-106(LC 16), 17=-109(LC
16), 18=-116(LC 16)
Max GravAll reactions 250 (lb) or less at joint(s) 2, 10, 12, 13, 14, 15, 16,
17, 18
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Corner(3) -0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 7-3-8, Corner(3) 7-3-8 to 10-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)All plates are 1.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10 except (jt=lb) 16=106, 17=108, 18=115, 14=104,
13=109, 12=109.
12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T GE05 Common Supported Gable 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:14 Page: 1
ID:Icv34PT0IbSz3SxnVQO26uzvPMy-n4VfCGsdaS_U?21EAFsfciyeXhVsEIh7QV7bMxzsVQZ
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
3x4
6x6
3x8
3x4
3x5
3x4
6x6
3x8
3x5
3x8
3x6
2x4
2x4
3x8 3x8
1 11
22 21 20 19 18 17161514 13 12
2 10
24
23
45 54
5346
93
84 7
5247 5148
5049
65
T 2
T1
T3
T
2
T
1
B1 B2W1W2W3W4W3W2W1W7W6
W 5
HW1 HW1ST8
ST9 ST7
ST5
ST6 ST3
ST4 ST2
ST1
ST10
ST11
0-10-8
30-2-8
0-10-8
-0-10-8
1-0-2
22-9-15
3-5-5
16-4-10
5-5-2
21-9-13
6-6-1
29-4-0
6-6-1
6-6-1
6-5-5
12-11-6
0-6-7
14-10-12
1-6-12
14-4-5
1-7-10
16-6-6
6-3-9
12-9-10
6-3-9
22-9-15
6-6-1
29-4-0
6-6-1
6-6-111-10-12
0-7-711-4-14
Scale = 1:71.9
Plate Offsets (X, Y): [2:0-3-8,Edge], [5:0-4-0,0-1-12], [6:0-4-4,0-2-0], [10:0-3-8,Edge], [15:0-0-15,0-2-4]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL)0.0712-44 >999 360 MT20 185/148
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.36 Vert(TL)-0.1212-44 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.40 Horiz(TL)0.02 10 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MSH
BCDL 10.0 Weight: 220 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 SPF Stud *Except* W2,W3,W4:2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud *Except* ST7:2x4 HF/SPF No.2
WEDGE Left: 2x4 SPF Stud
Right: 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins,
except
2-0-0 oc purlins (6-0-0 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-17, 5-17, 6-13, 9-13
REACTIONS All bearings 15-0-8. except 10=0-3-8, 14=0-3-8
(lb) -Max Horiz2=-314(LC 14)
Max UpliftAll uplift 100 (lb) or less at joint(s) 14, 15, 20, 21 except
17=-148(LC 16), 22=-123(LC 16), 2=-114(LC 17)
Max GravAll reactions 250 (lb) or less at joint(s) 14, 15, 18, 19, 21, 22
except 17=847(LC 39),20=466(LC 39),2=323(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-45=-345/171, 45-46=-269/177, 3-4=-295/211, 4-47=-253/219, 5-6=-337/241, 6-50=-323/222, 50-51=-354/219,
51-52=-378/194, 7-52=-390/190, 7-8=-410/186, 8-9=-524/206, 9-53=-840/206, 53-54=-841/185, 10-54=-951/178
BOT CHORD 2-22=-223/276, 21-22=-153/276, 20-21=-153/276, 19-20=-153/276, 18-19=-153/276, 17-18=-153/276, 16-17=-121/254,
15-16=-121/254, 14-15=-32/325, 13-14=-32/325, 12-13=-9/646, 10-12=-9/646
WEBS 3-20=-419/106, 3-17=-256/257, 5-17=-671/17, 5-24=-35/378, 13-24=-34/371, 9-13=-375/182, 9-12=0/280, 8-23=-355/149,
23-24=-361/148, 15-24=-342/148
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 12-11-6, Exterior(2) 12-11-6 to 16-4-10, Interior(1) 20-7-9 to 30-2-8 zone; cantilever left and right exposed ; end verticalleft and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)Provide adequate drainage to prevent water ponding.
8)All plates are 1.5x4 MT20 unless otherwise indicated.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 15,21, 14 except (jt=lb) 2=113, 17=147, 10=187,
22=123, 2=113.
12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T GE06 Piggyback Base Structural Gable 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:15 Page: 1
ID:SUl5aP7ylI8LQohhhOQonBzvPPz-FG31PctFLm6LdCbQkzNu8wVe64mzzgJHf9t9vOzsVQY
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
4x4
2x4 2x41.5x4
1 5
2
6
4
3
T 1T
1
B1ST1 2-3-15
4-7-14
2-3-15
2-3-15
1-11-80-4-13
0-1-10
0-1-10
-0-1-10
1-9-14
1-9-14
Scale = 1:24.9
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL)n/a -n/a 999 MT20 185/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.03 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.01 Horiz(TL)0.00 4 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-P
BCDL 10.0 Weight: 12 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 4-8-8.
(lb) -Max Horiz1=-48(LC 12)
Max UpliftAll uplift 100 (lb) or less at joint(s) 1, 4, 5 except 2=-102(LC 16)
Max GravAll reactions 250 (lb) or less at joint(s) 1, 2, 4, 5, 6
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip
DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 4-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 4except (jt=lb) 2=101.
10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T P01 Piggyback 13 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:15 Page: 1
ID:vJgLxh6GXUZGLuGYnlv5NUzvPRH-FG31PctFLm6LdCbQkzNu8wVpd4rFzmPHf9t9vOzsVQY
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
4x4
2x4 2x41.5x4
1 5
6
2 4
3
T 1T
1
B1ST1 2-3-15
4-7-14
2-3-15
2-3-15
1-11-80-4-13
0-1-10
0-1-10
-0-1-10
1-9-14
1-9-14
Scale = 1:24.9
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL)n/a -n/a 999 MT20 185/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.03 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 5 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MP
BCDL 10.0 Weight: 12 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 4-8-8.
(lb) -Max Horiz1=12(LC 16), 2=-45(LC 12)
Max UpliftAll uplift 100 (lb) or less at joint(s) 1, 5, 6, 2, 4
Max GravAll reactions 250 (lb) or less at joint(s) 1, 5, 6, 2, 4
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 2-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 2, 4, 6, 2, 4.
10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T P02 Piggyback 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:16 Page: 1
ID:oA1Z2J_Qacd2zymN_tCzIfzvPQ9-jTdPdxtt63FCEMAcHgv7h71_OUAPiDsQtpciRqzsVQX
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10 3x4
2x4 2x4
1 5
2 4
3
T 1T
1
B1
1-8-5
3-4-11
1-8-5
1-8-5
1-5-30-4-13
0-1-10
0-1-10
-0-1-10
1-3-91-3-9Scale = 1:22.9
Plate Offsets (X, Y): [2:0-2-1,0-1-0], [3:0-2-0,Edge], [4:0-2-1,0-1-0]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL)n/a -n/a 999 MT20 185/148
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 4 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-P
BCDL 10.0 Weight: 8 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2=97/2-1-14, (min. 0-1-8), 4=97/2-1-14, (min. 0-1-8)
Max Horiz2=-33(LC 14)
Max Uplift2=-27(LC 16), 4=-27(LC 17)
Max Grav2=110(LC 2), 4=110(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 2 and 27 lbuplift at joint 4.
11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T P03 Piggyback 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:16 Page: 1
ID:wPn2DxxwWN7cVLScl1818pzvPQD-jTdPdxtt63FCEMAcHgv7h71_lUAAiDsQtpciRqzsVQX
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10 3x4
2x4 2x4
1 5
2 4
3
T 1T
1
B1
1-8-5
3-4-11
1-8-5
1-8-5
1-5-30-4-13
0-1-10
0-1-10
-0-1-10
1-3-91-3-9Scale = 1:22.9
Plate Offsets (X, Y): [2:0-2-1,0-1-0], [3:0-2-0,Edge], [4:0-2-1,0-1-0]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL)n/a -n/a 999 MT20 185/148
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 4 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-P
BCDL 10.0 Weight: 8 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2=97/2-1-14, (min. 0-1-8), 4=97/2-1-14, (min. 0-1-8)
Max Horiz2=-33(LC 14)
Max Uplift2=-27(LC 16), 4=-27(LC 17)
Max Grav2=110(LC 2), 4=110(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 4-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 2 and 27 lbuplift at joint 4.
11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T P04 Piggyback 12 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:16 Page: 1
ID:opOQDEy6bVw6Hum2WWB2MkzvPRU-jTdPdxtt63FCEMAcHgv7h71_lUAAiDsQtpciRqzsVQX
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10 3x4
2x4 2x4
1 5
2 4
3
T 1T
1
B1
1-8-5
3-4-11
1-8-5
1-8-5
1-5-30-4-13
0-1-10
0-1-10
-0-1-10
1-3-91-3-9Scale = 1:22.9
Plate Offsets (X, Y): [2:0-2-1,0-1-0], [3:0-2-0,Edge], [4:0-2-1,0-1-0]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL)n/a -n/a 999 MT20 185/148
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 4 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-P
BCDL 10.0 Weight: 8 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2=97/2-1-14, (min. 0-1-8), 4=97/2-1-14, (min. 0-1-8)
Max Horiz2=-33(LC 14)
Max Uplift2=-27(LC 16), 4=-27(LC 17)
Max Grav2=110(LC 2), 4=110(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tothe face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 2 and 27 lbuplift at joint 4.
11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T P05 Piggyback 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:17 Page: 1
ID:ZR_9AEtnhrUKOZafzUYsRmzvPQI-BfBnqHuWtNN3sWlprOQMELa9VuWPRg6Z6TMFzGzsVQW
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
3x4
4x6
3x4
3x8 3x4 3x4
1.5x4
3x4
1.5x4
3x8
3x4 3x4
111
14 13 12
102
2823
4 8
75
2724
2625
6
T2
T 1 T
2
T
1
B1 B2
W2W1W2W1H W1 HW
1
0-10-8
-0-10-8
0-10-8
23-5-8
5-6-0
16-9-8
5-6-0
11-3-8
5-9-8
5-9-8
5-9-8
22-7-0
7-4-0
14-11-8
7-7-8
7-7-8
7-7-8
22-7-010-6-4
0-9-810-2-6
Scale = 1:65.6
Plate Offsets (X, Y): [2:0-4-15,Edge], [10:0-4-15,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL)-0.0612-21 >999 360 MT20 185/148
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.43 Vert(TL)-0.1512-14 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.53 Horiz(TL)0.03 10 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MSH
BCDL 10.0 Weight: 103 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except* W1:2x4 SPF Stud
SLIDER Left 2x4 SPF Stud --1-6-0, Right 2x4 SPF Stud --1-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2=844/0-3-8, (min. 0-1-9), 10=844/0-3-8, (min. 0-1-9)
Max Horiz2=-275(LC 14)
Max Uplift2=-185(LC 16), 10=-185(LC 17)
Max Grav2=956(LC 2), 10=956(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-553/0, 3-23=-1075/220, 4-23=-909/243, 4-5=-1026/325, 5-24=-994/337, 24-25=-987/340, 6-25=-986/357,
6-26=-986/357, 26-27=-987/340, 7-27=-994/337, 7-8=-1026/325, 8-28=-909/243, 9-28=-1075/220, 9-10=-495/0
BOT CHORD 2-14=-276/848, 13-14=-18/561, 12-13=-18/561, 10-12=-87/759
WEBS 6-12=-247/532, 8-12=-368/313, 6-14=-247/532, 4-14=-368/313
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 11-3-8, Exterior(2) 11-3-8 to 14-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 2 and 185 lb uplift at joint 10.
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T T01 Common 10 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:17 Page: 1
ID:CTBG6WpetJs1IohhAxyhkizvPQN-BfBnqHuWtNN3sWlprOQMELa4euQORYvZ6TMFzGzsVQW
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
3x5
6x6 6x6
3x4
3x6 3x4 3x8 3x4
3x5
1.5x4 3x6
3x6
3x4
3x5
1.5x4
3x4 3x4
131
19 18 17 16 15 14
2 12
3528
3429
4
10
5 9
6
7 3031 3233 8
T 2T 1 T3
T
2
T
1
B1 B2 W5W6W5W7 W8W3W4W2W1
H
W1HW1
0-10-8
-0-10-8
0-10-8
30-2-8
2-4-0
12-3-12
4-8-8
17-0-4
4-11-14
9-11-12
4-11-14
4-11-14
6-0-2
23-0-6
6-3-10
29-4-0
2-2-4
12-2-0
5-0-0
17-2-0
4-11-14
4-11-14
4-11-14
9-11-12
5-10-6
23-0-6
6-3-10
29-4-011-4-7
0-9-811-0-10
Scale = 1:68.8
Plate Offsets (X, Y): [7:0-4-4,0-2-0], [8:0-4-4,0-2-0]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL)0.0514-26 >999 360 MT20 185/148
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.35 Vert(TL)-0.1014-15 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.43 Horiz(TL)0.03 12 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MSH
BCDL 10.0 Weight: 169 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except* W8,W2,W1:2x4 SPF Stud
SLIDER Left 2x4 SPF Stud --1-6-0, Right 2x4 SPF Stud --1-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins,
except
2-0-0 oc purlins (6-0-0 max.): 7-8.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-17, 8-17, 10-15, 6-18REACTIONS (lb/size)2=441/0-3-8, (min. 0-1-8), 12=763/0-3-8, (min. 0-1-9),
18=1008/0-3-8, (min. 0-2-7)
Max Horiz2=-299(LC 14)
Max Uplift2=-113(LC 17), 12=-206(LC 17), 18=-183(LC 16)
Max Grav2=497(LC 2), 12=963(LC 39), 18=1472(LC 39)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-28=-441/153, 28-29=-416/155, 4-29=-375/171, 6-7=-448/312, 7-30=-339/258, 30-31=-339/258, 31-32=-339/258,
32-33=-339/258, 8-33=-339/258, 8-9=-553/292, 9-10=-718/257, 10-34=-883/247, 34-35=-1041/226, 11-35=-1116/220,
11-12=-352/0
BOT CHORD 2-19=-259/439, 18-19=-180/439, 16-17=-30/401, 15-16=-30/401, 14-15=-64/786, 12-14=-64/786
WEBS 8-17=-587/120, 8-15=-143/518, 10-15=-579/300, 6-18=-1082/123, 6-17=-34/557, 4-18=-453/236
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 12-3-12, Exterior(2) 12-3-12 to 21-3-2, Interior(1) 21-3-2 to 30-2-8 zone;cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 2, 206 lb uplift at joint 12 and 183 lb uplift at joint 18.
9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T T02 Piggyback Base 5 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:18 Page: 1
ID:V0WdtTH2EoJH01KEbhANyQzvPR3-BfBnqHuWtNN3sWlprOQMELa09uRfRaRZ6TMFzGzsVQW
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
3x4
6x6
3x4
3x6 3x4
3x5
1.5x4 3x4
6x6
3x8
3x5
1.5x4 3x8
3x4 3x4
121
18 17 16 15 14 13
2 11
3427
3328
4 9
5 8
6 2930 3132 7
T 2T 1 T3
T
2
T
1
B1 B2 W1W2 W3W4W3W2 W1HW1
H
W1
0-10-8
-0-10-8
0-10-8
30-2-8
4-8-8
17-0-4
6-0-2
23-0-6
6-0-2
12-3-12
6-3-10
6-3-10
6-3-10
29-4-0
2-2-4
12-2-0
3-8-2
9-11-12
5-0-0
17-2-0
5-10-6
23-0-6
6-3-10
6-3-10
6-3-10
29-4-011-4-7
0-9-811-0-10
Scale = 1:68.8
Plate Offsets (X, Y): [6:0-4-4,0-2-0], [7:0-4-4,0-2-0], [11:0-4-15,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL)0.0518-21 >999 360 MT20 185/148
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.50 Vert(TL)-0.1018-21 >786 240
TCDL 10.0 Rep Stress Incr YES WB 0.75 Horiz(TL)0.05 11 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MSH
BCDL 10.0 Weight: 152 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except* W1:2x4 SPF Stud
SLIDER Left 2x4 SPF Stud --1-6-0, Right 2x4 SPF Stud --1-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins,
except
2-0-0 oc purlins (6-0-0 max.): 6-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-16, 9-14REACTIONS All bearings 10-1-8. except 11=0-3-8, 17=0-3-8
(lb) -Max Horiz2=-299(LC 14)
Max UpliftAll uplift 100 (lb) or less at joint(s) 18 except 2=-187(LC 16)
Max GravAll reactions 250 (lb) or less at joint(s) 17 except 18=1230(LC
39),2=486(LC 54)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-251/44, 3-27=-459/221, 27-28=-433/226, 4-28=-397/248, 4-5=-857/326, 5-6=-684/361, 6-29=-669/350,
29-30=-669/350, 30-31=-669/350, 31-32=-669/350, 7-32=-669/350, 7-8=-829/362, 8-9=-1037/327, 9-33=-1188/314,
33-34=-1346/293, 10-34=-1421/287, 10-11=-407/0
BOT CHORD 2-18=-220/399, 17-18=-220/399, 16-17=-220/399, 15-16=-119/513, 14-15=-119/513, 13-14=-119/1016, 11-13=-119/1016
WEBS 4-18=-1107/160, 4-16=-82/415, 6-14=-116/371, 7-14=-110/286, 9-14=-564/298
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 12-3-12, Exterior(2) 12-3-12 to 21-3-2, Interior(1) 21-3-2 to 30-2-8 zone;cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18 except (jt=lb) 2=187, 11=229,2=187.
9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T T03 Piggyback Base 1 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:18 Page: 1
ID:gs9MdQCHeyZ7I6t4FR3zi9zvPR9-frk92dv8ehVwUgK?P5xbmY7A2IlWAyajL75pVjzsVQV
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
3x5
6x6
3x5
4x8 3x4
3x5
1.5x4 3x4
6x6
3x8
3x5
1.5x4 4x8
3x4 3x4
121
17 16 15 14 13
2 11
3326
3227
4 9
5 8
6 2829 3031 7
T 2T 1 T3
T
2
T
1
B1 B2 W1W2 W3W4W3W2 W1HW1
H
W1
0-10-8
-0-10-8
0-10-8
30-2-8
4-8-8
17-0-4
6-0-2
23-0-6
6-0-2
12-3-12
6-3-10
6-3-10
6-3-10
29-4-0
5-0-0
17-2-0
5-10-6
23-0-6
5-10-6
12-2-0
6-3-10
6-3-10
6-3-10
29-4-011-4-7
0-9-811-0-10
Scale = 1:68.8
Plate Offsets (X, Y): [6:0-4-4,0-2-0], [7:0-4-4,0-2-0]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL)-0.1016-17 >999 360 MT20 185/148
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.70 Vert(TL)-0.2216-17 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.32 Horiz(TL)0.10 11 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MSH
BCDL 10.0 Weight: 152 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except* W1:2x4 SPF Stud
SLIDER Left 2x4 SPF Stud --1-6-0, Right 2x4 SPF Stud --1-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except
2-0-0 oc purlins (5-6-0 max.): 6-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-16, 6-14, 9-14REACTIONS (lb/size)2=1106/0-3-8, (min. 0-2-7), 11=1106/0-3-8, (min. 0-2-7)
Max Horiz2=-299(LC 14)
Max Uplift2=-225(LC 16), 11=-225(LC 17)
Max Grav2=1464(LC 39), 11=1464(LC 39)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-638/0, 3-26=-1834/314, 26-27=-1794/320, 4-27=-1602/341, 4-5=-1463/356, 5-6=-1258/391, 6-28=-956/367,
28-29=-956/367, 29-30=-956/367, 30-31=-956/367, 7-31=-956/367, 7-8=-1259/391, 8-9=-1464/356, 9-32=-1601/341,
32-33=-1794/320, 10-33=-1834/314, 10-11=-504/0
BOT CHORD 2-17=-321/1326, 16-17=-258/1326, 15-16=-102/956, 14-15=-102/956, 13-14=-135/1326, 11-13=-135/1326
WEBS 4-16=-545/297, 6-16=-147/489, 7-14=-117/472, 9-14=-544/297
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 12-3-12, Exterior(2) 12-3-12 to 21-3-2, Interior(1) 21-3-2 to 30-2-8 zone;cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 2 and 225 lb uplift at joint 11.
9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T T04 Piggyback Base 7 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:18 Page: 1
ID:rio5MN8W36p_aBPwuAyZSvzvPRF-frk92dv8ehVwUgK?P5xbmY78bIiNA3QjL75pVjzsVQV
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
4.5
3x5
1.5x43x4
1 4
2
8
9
10
3
T1 W1B1
0-10-8
-0-10-8
6-9-4
6-9-4
6-9-43-2-20-4-0 2-10-7
Scale = 1:36.7
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)0.11 4-7 >692 360 MT20 185/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.46 Vert(TL)-0.28 4-7 >285 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 2 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MP
BCDL 10.0 Weight: 20 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2=282/0-3-8, (min. 0-1-8), 3=232/Mechanical
Max Horiz2=124(LC 15)
Max Uplift2=-99(LC 12), 3=-83(LC 16)
Max Grav2=321(LC 2), 3=262(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 6-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for membersand forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
6)Refer to girder(s) for truss to truss connections.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 3 and 99 lbuplift at joint 2.
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T T05 Monopitch 7 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:19 Page: 1
ID:Vk?CJf4OEZAhUQXz5dMOlrzvPRK-71IYFzwmP_dm5pvBzoSqJmfM5i5QvabsanrM29zsVQU
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
3x4
6x6
3x4
3x4
3x5
1.5x4 3x4
6x6
3x8
3x5
1.5x4 4x8 4x8
1 10
15 1413 12 11
92
22 31
23 30
3 8
74
24 2925 28
2726
65
T 2T1
T3
T
2
T
1
B1 B2 W1W2 W3W4W3W2 W1HW1 HW1
0-10-8
30-2-8
0-10-8
-0-10-8
3-5-5
16-4-10
6-6-1
29-4-0
6-6-1
6-6-1
6-5-5
12-11-6
6-5-5
22-9-15
3-8-13
16-6-6
6-3-9
12-9-10
6-3-9
22-9-15
6-6-1
29-4-0
6-6-1
6-6-1 11-10-12
0-7-711-4-14
Scale = 1:70.8
Plate Offsets (X, Y): [2:0-3-8,Edge], [5:0-4-4,0-2-0], [6:0-4-4,0-2-0], [9:0-3-8,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.0914-15 >999 360 MT20 185/148
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.58 Vert(TL)-0.2214-15 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.35 Horiz(TL)0.08 9 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MSH
BCDL 10.0 Weight: 151 lbFT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except* W1:2x4 SPF Stud
WEDGE Left: 2x4 SPF Stud
Right: 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (5-3-1 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-14, 5-12, 8-12
REACTIONS (lb/size)2=1100/0-3-8, (min. 0-2-7), 9=1100/0-3-8, (min. 0-2-7)
Max Horiz2=-314(LC 14)
Max Uplift2=-229(LC 16), 9=-229(LC 17)
Max Grav2=1477(LC 39), 9=1477(LC 39)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-22=-1928/310, 22-23=-1828/316, 3-23=-1687/338, 3-4=-1501/345, 4-24=-1382/354, 24-25=-1363/356,
25-26=-1279/381, 5-26=-1095/383, 5-6=-973/364, 6-27=-1096/383, 27-28=-1281/381, 28-29=-1364/356, 7-29=-1383/354,
7-8=-1502/346, 8-30=-1686/338, 30-31=-1827/316, 9-31=-1927/310
BOT CHORD 2-15=-270/1404, 14-15=-270/1404, 13-14=-79/972, 12-13=-79/972, 11-12=-130/1404, 9-11=-130/1404
WEBS 3-15=0/259, 3-14=-604/313, 5-14=-154/498, 6-12=-137/487, 8-12=-602/313, 8-11=0/257
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 12-11-6, Exterior(2) 12-11-6 to 16-4-10, Interior(1) 20-7-9 to 30-2-8 zone; cantilever left and right exposed ; end verticalleft and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 2 and 229 lb uplift at joint 9.
9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T T06 Piggyback Base 12 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:19 Page: 1
ID:kCWBew_M76AqWCwQdxDWR9zvPRS-71IYFzwmP_dm5pvBzoSqJmfHDi3YvV4sanrM29zsVQU
04/09/19
Mike Sheeks
DE Job # 65050-W1
Dansco Engineering, LLC
Date: 3/29/19
WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and
TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information.
10
1.5x4
4x6
4x6 4x6
51
6
2 4
13 18
1714
15 16
3
T 1T
1
B1 W1HW1 HW1
0-10-8
-0-10-8
0-10-8
15-5-8
7-3-8
14-7-0
7-3-8
7-3-8
7-3-8
14-7-0
7-3-8
7-3-87-2-40-7-76-8-5Scale = 1:53
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL)0.15 6-9 >999 360 MT20 185/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.47 Vert(TL)-0.21 6-9 >845 240
TCDL 10.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.03 2 n/a n/a
BCLL 0.0 Code IBC2012/TPI2007 Matrix-MSH
BCDL 10.0 Weight: 50 lb FT = 20%
LUMBER
TOP CHORD 2x4 HF/SPF No.2
BOT CHORD 2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
WEDGE Left: 2x4 SPF Stud
Right: 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2=561/0-3-8, (min. 0-1-8), 4=561/0-3-8, (min. 0-1-8)
Max Horiz2=-185(LC 14)
Max Uplift2=-128(LC 16), 4=-128(LC 17)
Max Grav2=636(LC 2), 4=636(LC 2)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-13=-634/137, 13-14=-504/148, 14-15=-498/151, 3-15=-479/170, 3-16=-479/170, 16-17=-498/151, 17-18=-504/148,
4-18=-634/137
BOT CHORD 2-6=-173/414, 4-6=-25/414
WEBS 3-6=0/339
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 7-3-8, Exterior(2) 7-3-8 to 10-3-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15Plate
DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liveloads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 2 and 128 lb uplift at joint 4.
8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply OLD TOWN DESIGN GROUP
1903267-12T T07 Common 2 1 Job Reference (optional)
Stark Truss Company Inc., Rensselaer IN 47978, user Run: 8.2 S 0 Apr 7 2018 Print: 8.200 S Apr 7 2018 MiTek Industries, Inc. Wed Jan 23 10:29:20 Page: 1
ID:RsbXAXuzmyHpA7u4jzbtfhzvPRZ-bEswTJxOAIldjzUNWWz3rzCXQ5RVe?l0oRawabzsVQT
04/09/19
Mike Sheeks